Experimental investigation of the ultimate shear resistance of end web panels in steel girder bridges

2009 ◽  
Vol 36 (2) ◽  
pp. 267-279 ◽  
Author(s):  
Alexander Au ◽  
Clifford Lam ◽  
Bala Tharmabala
Keyword(s):  
Shear Failure ◽  
Slenderness Ratio ◽  
Shear Resistance ◽  
Steel Girders ◽  
Steel Girder ◽  
Girder Bridges ◽  
Steel Girder Bridges ◽  
Scale Models ◽  
Post Buckling ◽  
Code Procedure

An experimental study was recently undertaken by the Ontario Ministry of Transportation to investigate the effect of tension field anchorage on the ultimate shear resistance in end panels of steel girders. Four reduced-scale models were fabricated with one end stiffened with transverse stiffeners to provide anchorage for the tension field while the other end was unstiffened (unanchored). The models were instrumented and loaded until shear failure occurred. The main findings are (a) post-buckling tension field stresses were developed in the unanchored end-panels, (b) the magnitude of the tension field component was affected by the web slenderness ratio, and (c) the results showed inconsistencies in the Canadian Highway Bridge Design Code procedure for calculating ultimate shear resistance of steel girders.

Strengthening of steel girder bridges using coiled pins

2019 ◽  
Author(s):  
Magnús Arason ◽  
Guðmundur Ragnarsson ◽  
Peter Collin ◽  
Robert Hällmark
Keyword(s):  
Bearing Capacity ◽  
Concrete Slab ◽  
Bottom Flange ◽  
Steel Girders ◽  
Steel Girder ◽  
Composite Action ◽  
Shear Connection ◽  
Girder Bridges ◽  
Steel Girder Bridges ◽  
Composite Bridges

<p>A requirement for heavier vehicular transport on the Norwegian road network has resulted in a demand for increased bearing capacity for many of the older bridges in the country. Many of the bridges that have been found to have insufficient capacity against present-day demands are steel girder bridges with concrete slabs without a shear connection between steel and concrete. There is a large number of bridges of this type in Norway and the paper presents strengthening of two of those, in Aust-Agder county in the south of the country. These bridges are approximately 30 m long, single span. The bearing capacity has been upgraded by installing composite action between the steel girders and the concrete slab using coiled pins, in conjunction with thickening of the bottom flange of the steel girders. To obtain composite action, the pins are fitted to tightly drilled holes through the top flange of girders up into the concrete slab. Coiled pins have not been used much for bridge applications. In the work presented, the method has been found to have advantages in terms of cost and workability. Furthermore, the method has benefits when viewed from an environmental standpoint, since it allows strengthening of existing non-composite bridges using relatively little new material, and minimizes traffic disruptions.</p>

Shear Resistance Study of Hybrid I-Beams Fabricated by HPS 485W and Q345 Steels

2011 ◽  
Vol 255-260 ◽  
pp. 1311-1314
Author(s):  
Lan Duan ◽  
Li Zheng ◽  
Chun Sheng Wang ◽  
Jing Yu Hu
Keyword(s):  
Shear Stress ◽  
High Performance ◽  
Shear Failure ◽  
Ultimate Load ◽  
Shear Resistance ◽  
Conventional Steel ◽  
Buckling Resistance ◽  
Shear Buckling ◽  
Post Buckling ◽  
Elastic Shear

This paper evaluates the shear resistance of hybrid I-beams fabricated by high performance steel and conventional steel. A number of hybrid I-beams are modeled and analyzed to determine their shear failure mechanism characteristics, considering parameters of web slenderness (hw/tw), frame action from end-stiffeners, ratio of flange width to web depth (bf/hw) and panel numbers. The analyses conclude that, in shear resistance calculation, plate beam with inter and slender webs often fail in inelastic or elastic shear buckling while ultimate shear resistance of compact webs is given by the shear strength of the material. What’s more, more rigid stiffeners provide more fixity to flange plates and increase the post-buckling resistance of plate beam. For plate beam with several panels, the shear stress at the ultimate load is similar. Finally, the I-beams with larger flange width to web depth ratio would develop larger shear strengths and then shear deformation cause formation of plastic hinges.

Influence of skew angle on live load moments in steel girder bridges

2011 ◽  
Vol 7 (4) ◽  
pp. 151-163 ◽  
Author(s):  
Firas Bou Diab ◽  
Mounir Mabsout ◽  
Kassim Tarhini
Keyword(s):  
Live Load ◽  
Skew Angle ◽  
Steel Girder ◽  
Girder Bridges ◽  
Steel Girder Bridges
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